CN118564101B - A method for renovating the layout of old buildings without temporary support and improving earthquake resistance - Google Patents
A method for renovating the layout of old buildings without temporary support and improving earthquake resistance Download PDFInfo
- Publication number
- CN118564101B CN118564101B CN202411049921.7A CN202411049921A CN118564101B CN 118564101 B CN118564101 B CN 118564101B CN 202411049921 A CN202411049921 A CN 202411049921A CN 118564101 B CN118564101 B CN 118564101B
- Authority
- CN
- China
- Prior art keywords
- old
- roof
- wall
- columns
- area
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
- 238000000034 method Methods 0.000 title claims abstract description 15
- 238000005728 strengthening Methods 0.000 claims abstract description 53
- 239000011150 reinforced concrete Substances 0.000 claims abstract description 32
- 238000010276 construction Methods 0.000 claims abstract description 17
- 230000002093 peripheral effect Effects 0.000 claims abstract description 4
- 238000011065 in-situ storage Methods 0.000 claims description 22
- 230000003014 reinforcing effect Effects 0.000 claims description 21
- 238000002715 modification method Methods 0.000 claims description 12
- 230000008569 process Effects 0.000 claims description 11
- 230000000149 penetrating effect Effects 0.000 claims description 9
- 230000004048 modification Effects 0.000 claims description 7
- 238000012986 modification Methods 0.000 claims description 7
- 239000003292 glue Substances 0.000 claims description 4
- 239000000463 material Substances 0.000 claims description 3
- 238000005192 partition Methods 0.000 claims description 3
- 230000000717 retained effect Effects 0.000 claims description 3
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 2
- 229910000831 Steel Inorganic materials 0.000 abstract description 7
- 239000010959 steel Substances 0.000 abstract description 7
- 238000007634 remodeling Methods 0.000 abstract 1
- 230000002787 reinforcement Effects 0.000 description 12
- 239000004567 concrete Substances 0.000 description 4
- 238000011426 transformation method Methods 0.000 description 4
- 230000032683 aging Effects 0.000 description 1
- 238000005452 bending Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000009435 building construction Methods 0.000 description 1
- 239000004566 building material Substances 0.000 description 1
- 238000004364 calculation method Methods 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000009415 formwork Methods 0.000 description 1
- 238000002347 injection Methods 0.000 description 1
- 239000007924 injection Substances 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
- 230000035882 stress Effects 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G23/00—Working measures on existing buildings
- E04G23/02—Repairing, e.g. filling cracks; Restoring; Altering; Enlarging
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G23/00—Working measures on existing buildings
- E04G23/02—Repairing, e.g. filling cracks; Restoring; Altering; Enlarging
- E04G23/0218—Increasing or restoring the load-bearing capacity of building construction elements
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G23/00—Working measures on existing buildings
- E04G23/02—Repairing, e.g. filling cracks; Restoring; Altering; Enlarging
- E04G23/0281—Repairing or restoring roofing or roof covering
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G23/00—Working measures on existing buildings
- E04G23/08—Wrecking of buildings
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Chemical & Material Sciences (AREA)
- Chemical Kinetics & Catalysis (AREA)
- Electrochemistry (AREA)
- Mechanical Engineering (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Working Measures On Existing Buildindgs (AREA)
Abstract
本发明涉及对现有建筑物的施工措施技术领域，公开了一种无需临时支撑且提升抗震性能的旧建筑布局改造方法，本发明中，通过把代替被拆除的承重墙来承重的梁柱提前置入到旧建筑中，确保拆墙时无需临时支撑也能保证安全；通过对旧建筑中心位置的若干房间的屋盖、外周墙体、地基进行强化，形成一个抗扭抗剪的刚性钢筋混凝土盒，然后把周边的房间的屋盖通过预应力板连接到钢筋混凝土盒上，形成了类似于核心筒钢结构的新抗震体系，不再依赖旧建筑中的承重墙来抗震，确保拆承重墙对抗震不会造成负面影响。同时由于钢筋混凝土盒的施工过程中拆除了上方的旧屋盖，使得建筑内部的施工有了一个不受屋盖干涉的施工通道。
The present invention relates to the technical field of construction measures for existing buildings, and discloses a method for remodeling the layout of old buildings without temporary support and improving earthquake resistance. In the present invention, beams and columns that bear the load instead of the dismantled load-bearing walls are placed in the old buildings in advance to ensure safety without temporary support when the walls are demolished; a rigid reinforced concrete box that resists torsion and shear is formed by strengthening the roofs, peripheral walls, and foundations of several rooms at the center of the old building, and then the roofs of the surrounding rooms are connected to the reinforced concrete box through prestressed plates, forming a new earthquake-resistant system similar to a core tube steel structure, which no longer relies on the load-bearing walls in the old buildings for earthquake resistance, and ensures that the demolition of the load-bearing walls will not have a negative impact on earthquake resistance. At the same time, since the old roof above is removed during the construction of the reinforced concrete box, the construction inside the building has a construction channel that is not interfered by the roof.
Description
Technical Field
The invention relates to the technical field of construction measures of existing buildings, in particular to an old building layout transformation method which does not need temporary support and improves anti-seismic performance.
Background
The vast majority of old buildings are left empty for new building construction after being dismantled, but some old buildings with special significance exist, and the purposes of the buildings need to be changed on the premise of keeping the original appearance of the old buildings, so that the deep reconstruction of the buildings is needed.
Considering that the old building itself has undergone serious aging, its structural strength is severely reduced, and its appearance has been very worn out. These problems are difficult to solve without deep modification of the building itself, so modification of the old building is often required to be performed in a form of reassembling after disassembling the building into parts, and in the process of disassembling the building parts, the building parts can be detected and replaced respectively, parts with unqualified strength or serious damage can be replaced, reinforcement treatment can be performed inside or the internal layout of the building can be changed, so that the building is adapted to the change of the use of the building.
However, this reconstruction method is not applicable to old constructions where all walls are load-bearing, since the load-bearing walls, whether masonry or reinforced concrete, are not allowed to be disassembled into parts. However, the layout of the old building cannot meet the existing requirements, and even if all rooms are used according to the original functions, the fire-fighting channels and fire-fighting doors and windows in the building are required to be changed so as to adapt to the current fire-fighting requirements. And changing the layout of the old building involves a large number of wall-dismantling operations.
The disassembly of the load-bearing wall is a very dangerous operation, and the influence caused by the disassembly is mainly in two aspects, namely, the disassembly of the upper structure is caused to lose support, and the disassembly is caused to seriously reduce the earthquake resistance of the building. And because the stress calculation result of the old building is lost, the building cannot be used normally due to the fact that the shear wall is added at a key position to resist earthquake, and if a large amount of shear walls are added.
Taking Beijing Huaiyou science urban and north area Jin Yuxing of the invention as an example, the project is in Xingfu cement factory, which is established in the early 90 s, and contributes a large amount of building materials to Beijing urban construction, which is an important industrial site. Thus, the building there needs to be modified to a scientific facility for use by a university or research institute nearby while maintaining its external shape. The employee cultural education facilities need to be changed into auditoriums, and the internal layout needs to be changed greatly. Many load-bearing walls need to be dismantled during the rebuilding process.
Disclosure of Invention
The invention provides an old building layout transformation method which does not need temporary support and improves earthquake resistance.
The technical problems to be solved are as follows: when the walls of the old building bear weight, the interior layout is changed, so that a great deal of bearing walls are required to be dismantled, and the building is dangerous.
In order to solve the technical problems, the invention adopts the following technical scheme: an old building layout modification method for ensuring that the earthquake-resistant performance of an old building reaches the standard when the old walls in the old building are all bearing and the layout modification needs to remove a part of the old walls without temporary support and improving the earthquake-resistant performance, the modification method comprising the following steps:
Step one: selecting one or more rooms in the middle of the old building, and marking the rooms as a middle strengthening area; the middle strengthening zone satisfies the following conditions:
Condition 1.1: the old wall of the periphery is enclosed to form a rectangular cylinder;
Condition 1.2: rooms outside the middle strengthening area are contacted with the middle strengthening area;
condition 1.3: all the positions of the middle strengthening area are in the lifting range of the tower crane or the automobile crane;
Step two: removing the roof of the middle strengthening area, and hanging required materials by the middle strengthening area in the subsequent construction of the interior of the building;
step three: strengthening the foundation of the middle strengthening area to ensure that the foundation is provided with a horizontal plate which is fixedly connected with the old wall and buried underground;
step four: a lintel is implanted above the old wall to be dismantled, the two ends of the lintel are provided with supporting columns, and then the old building layout is modified;
Step five: dark columns are planted in the old wall around the middle strengthening area, the dark columns are arranged at intervals around the middle strengthening area, and dark columns are arranged at two ends of each roof girder in subsequent construction;
Step six: constructing cast-in-situ slab walls on two sides of all old walls, wherein the cast-in-situ slab walls are reinforced concrete slab walls fixedly connected with the old walls into a whole, and the cast-in-situ slab walls around the middle strengthening area are fixedly connected with hidden columns into a whole;
Step seven: a roof girder is arranged above the middle strengthening area, is arranged at intervals along the long edge of the middle strengthening area, and two ends of the roof girder are fixedly connected with a dark column around the middle strengthening area; then, mounting roof sub-beams between the roof main beams, wherein the roof sub-beams and the roof main beams are fixedly connected into beam grids;
step eight: constructing an integrated rigid roof board on the beam grid, wherein the integrated rigid roof board is a reinforced concrete board which is connected with a hidden column at the periphery of a middle reinforced area and a cast-in-situ slab wall into a whole, and the structures at the top, the periphery and the bottom of the middle reinforced area enclose a rigid reinforced concrete box;
step nine: and installing a prestress plate fixedly connected with the integrated rigid roof plate in the roof around the middle strengthening area.
Further, in the third step, the foundation of the middle reinforcing area is reinforced in the following manner:
If the old wall at the periphery of the middle strengthening area is provided with a ground beam, the section of the ground beam is enlarged, the ground beam is provided with ground buried plates, the ground buried plates are arranged at intervals around the periphery of the middle strengthening area, and the dark columns in the fifth step are arranged above the ground buried plates;
if the old wall at the periphery of the middle strengthening area is not provided with a land girder, constructing a raft under the middle strengthening area.
In the fourth step, the lintel is a clamping beam which is arranged in pairs and clamped at the left side and the right side of the old wall to be dismantled; in the process of dismantling the old wall, the old wall between each pair of clamping beams is not reserved;
If constructional columns exist in the old walls at the two ends of the lintel, the constructional columns are taken as bearing columns, and the two ends of the lintel are fixedly connected to the constructional columns;
If no constructional column exists in the old walls at the two ends of the lintel, the bearing columns are newly constructed reinforced concrete columns, the bearing columns are arranged below the two ends of the paired clamping beams in pairs, one end of each pair of lintel is correspondingly provided with a pair of bearing columns, and hoops of each pair of bearing columns penetrate through the old walls to enable the bearing columns to be connected into a whole; the old wall between each pair of load-bearing columns is retained during the old wall removal process.
In the fifth step, the old columns are chiseled on the surfaces of the old columns to expose the reinforcing steel bars so as to be connected with the cast-in-situ slab wall, and the old columns at the two ends of the roof girder are detected and repaired so as to ensure that the bearing capacity meets the requirement of the roof girder.
In the step six, the cast-in-situ slab walls on the two sides of the old wall are connected into a whole through the wall penetrating connecting rod or the wall penetrating stirrup, and the pressure glue is injected into the wall hole penetrating the wall.
Further, the integrated rigid roof plate is a truss floor support plate, anchor rods anchored into the truss floor support plate are welded in the roof main beam and the roof secondary beam, and the anchor rods are arranged at intervals in a beam grid formed by the roof main beam and the roof secondary beam.
Further, the roof girder is a variable-section I-beam, and a slope consistent with the sloping roof of the old roof in the middle strengthening area is arranged above the variable-section I-beam;
Reinforcing plates which are perpendicular to the web plates and are arranged at intervals along the length direction of the roof main beam are welded on the left side and the right side of the web plate of the roof main beam, the web plate of the secondary beam is connected with the reinforcing plates through hinge joints, and the upper flange plate is propped against the upper flange plate of the roof main beam.
Further, the prestress plate is a reinforced concrete plate with anchor bars or anchor ropes of which the ends are anchored on the integrated rigid roof plate.
Further, if the middle reinforcement area has a plurality of rooms and a large-span single room needs to be built in the old building layout modification process, the partition wall in the middle reinforcement area is removed in the fourth step.
Compared with the prior art, the old building layout transformation method which does not need temporary support and improves the earthquake resistance has the following beneficial effects:
According to the invention, the beam column for bearing the load instead of the dismantled load-bearing wall is put into the old building in advance, so that the safety can be ensured without temporary support when the wall is dismantled; the building cover, the peripheral wall body and the foundation of a plurality of rooms in the center of an old building are reinforced to form a torsional shear-resistant rigid reinforced concrete box, and then the roof of the surrounding rooms is connected to the reinforced concrete box through a prestress plate to form a new earthquake-resistant system similar to a core tube steel structure, so that the bearing wall in the old building is not relied on to resist earthquake, and the disassembly of the bearing wall is ensured to not cause negative influence on earthquake resistance. Meanwhile, as the old roof above the reinforced concrete box is removed in the construction process, a construction channel which is not interfered by the roof is formed in the construction of the building;
meanwhile, the reinforced concrete box has good rigidity and structural integrity, and the inner space is naturally suitable for being transformed into a large-span single room.
Drawings
FIG. 1 is a plan view of a rebuilt building showing the internal structure with the integral rigid roof panels removed;
FIG. 2 is a plan view of the foundation of the building after reconstruction;
FIG. 3 is a schematic view of a structure of a clip beam;
FIG. 4 is a schematic view of the connection of an integral rigid roof panel to a cast-in-place wall;
FIG. 5 is a schematic view of the structure of a roof girder;
In the figure, 1-middle reinforced area, 21-ground beam, 22-buried plate, 31-old wall, 32-cast-in-situ plate wall, 33-hidden column, 41-integral rigid roof board, 42-roof main beam, 43-roof secondary beam, 5-prestress plate and 6-clamp beam.
Detailed Description
Taking the employee cultural education facility of the project of science and technology garden developed in Beijing-Huai-rouse science urban and north area Jin Yuxing as an example, as shown in fig. 1, an old building layout modification method which does not need temporary support and improves anti-seismic performance is used for ensuring that the anti-seismic performance of an old building reaches the standard when the old wall 31 in the old building is all bearing and the layout modification needs to dismantle a part of the old wall 31, and comprises the following steps:
Step one: selecting one or more rooms in the middle of an old building, and marking the rooms as a middle strengthening area 1; the central strengthening zone 1 meets the following conditions:
condition 1.1: the peripheral old wall 31 is enclosed into a rectangular cylinder;
This condition is to ensure that the side panels of the reinforced concrete box can be constructed.
Condition 1.2: rooms outside the middle strengthening zone 1 are contacted with the middle strengthening zone 1;
This condition is to ensure that all surrounding rooms can be connected to the reinforced concrete box.
Condition 1.3: all the positions of the middle strengthening zone 1 are in the lifting range of the tower crane or the automobile crane;
this condition is to ensure that the old roof of the middle reinforcement area 1 can be used as a lifting channel for entering the interior construction of the building after being removed.
Step two: removing the roof of the middle strengthening area 1, and hanging required materials by the middle strengthening area 1 in the subsequent construction of the interior of the building;
Step three: reinforcing the foundation of the middle reinforcing area 1 to have a horizontal plate fixedly connected with the old wall 31 and buried underground;
This step is to construct the bottom plate of the subsequent reinforced concrete box, which may not be a complete plate since the foundation is buried in the earth.
Step four: the lintel is implanted above the old wall 31 to be dismantled, the two ends of the lintel are provided with supporting columns, and then the old building layout is modified;
The step is to put the beam column, which replaces the removed old wall 31, into the old building in advance, thereby safely removing the wall without the need for temporary support structures.
Step five: dark columns 33 are implanted in the old wall 31 around the middle strengthening area 1, the dark columns 33 are arranged around the middle strengthening area 1 at intervals for a week, and the dark columns 33 are arranged at two ends of each roof girder 42 for subsequent construction;
the hidden posts 33 are provided for supporting the roof girders 42 and are provided as reinforcing ribs in the side panels of the reinforced concrete box.
Step six: constructing cast-in-situ slab walls 32 on two sides of all old walls 31, wherein the cast-in-situ slab walls 32 are reinforced concrete slab walls fixedly connected with the old walls 31 into a whole, and the cast-in-situ slab walls 32 and the hidden columns 33 in the periphery of the middle reinforcing area 1 are fixedly connected into a whole;
the cast-in-situ slab wall 32 is not only used for constructing the side plates of the reinforced concrete box, but also used for reinforcing the old wall 31 which is unreliable in strength and waterproof performance, and various defects on the old wall 31 are clamped inside by the cast-in-situ slab wall 32, so that the bearing capacity of the cast-in-situ slab wall 32 is not lower than that of the old wall 31, and the old wall 31 can be self-sustained even if the old wall 31 is completely absent.
Step seven: a roof girder 42 is arranged above the middle strengthening zone 1, the roof girders 42 are arranged at intervals along the long side of the middle strengthening zone 1, and two ends of the roof girder are fixedly connected with the dark columns 33 around the middle strengthening zone 1; then, mounting roof sub-beams 43 between the roof main beams 42, wherein the roof sub-beams 43 and the roof main beams 42 are fixedly connected into beam grids;
That is, the roof girder 42 is provided across the short sides of the central reinforcement area 1, and since the roof panels selected are heavy integral rigid roof panels 41 unlike the roof panels of conventional buildings, the load bearing capacity requirements of the roof girder 42 are very high. If it is placed across the long sides of the central reinforcing section 1, its cross section needs to be much larger than in this embodiment.
Step eight: constructing an integrated rigid roof board 41 on the beam grid, wherein the integrated rigid roof board 41 is a reinforced concrete slab which is connected with the hidden columns 33 and the cast-in-situ slab wall 32 at the periphery of the middle reinforced area 1, and the structures at the top, the periphery and the bottom of the middle reinforced area 1 enclose a rigid reinforced concrete box;
the reinforced concrete box here acts like a core tube in a core tube steel structure.
Step nine: a prestress plate 5 fixedly connected with an integral rigid roof plate 41 is installed in the roof around the central reinforcing zone 1.
If the prestress plate 5 is not used, a large number of steel beam grids need to be installed at the periphery, so that the cost is high and the damage to the old building is excessive.
In the third step, the foundation of the middle reinforcing area 1 is reinforced in the following manner:
As shown in fig. 2, if the old wall 31 at the periphery of the middle reinforcement area 1 is provided with the ground beam 21, the cross section of the ground beam 21 is enlarged and the buried plates 22 are installed on the ground beam 21, the buried plates 22 are arranged at intervals around the middle reinforcement area 1 for one week, and the dark columns 33 of the fifth step are arranged above the buried plates 22;
the buried plate 22 is a reinforced concrete plate buried in the ground and fixedly connected to the ground beam 21, and the cross section of the ground beam 21 is usually required to be enlarged by 1/3 or more to ensure rigidity to meet the demand.
If the old wall 31 at the outer circumference of the middle reinforcement 1 is not provided with the ground beams 21, raft is constructed under the middle reinforcement 1.
In the fourth step, as shown in fig. 3, the lintel is a clip beam 6 which is arranged in pairs and is clamped at the left and right sides of the old wall 31 to be removed; and the old wall 31 between each pair of clip beams 6 is not reserved in the process of dismantling the old wall 31;
The addition is used here in order to avoid the horizontal grooves in the old wall 31 when the addition is set, since it is dangerous to open the horizontal grooves in the load-bearing wall. The old wall 31 between the clamping beams 6 is suspended after the old wall 31 is removed, and is easy to fall down to cause damage, so that the old wall 31 must be cleaned.
If constructional columns exist in the old walls 31 at the two ends of the lintel, the constructional columns are taken as bearing columns, and the two ends of the lintel are fixedly connected to the constructional columns; the constructional column needs to be inspected and repaired, and if the bearing capacity is not satisfactory, the section needs to be enlarged.
If no constructional column exists in the old wall 31 at the two ends of the lintel, the bearing columns are newly constructed reinforced concrete columns, the bearing columns are arranged in pairs below the two ends of the paired clamping beams 6, one end of each pair of lintel is correspondingly provided with a pair of bearing columns, and hoops of each pair of bearing columns penetrate through the old wall 31 to enable the bearing columns to be connected into a whole; during the removal of the old wall 31, the old wall 31 between each pair of the bearing columns is retained.
The structure of the bearing post is also designed to avoid grooving the bearing wall.
In the fifth step, the old columns 33 in the old walls 31 at the periphery of the middle reinforcing area 1 are marked as old columns, the steel bars are exposed on the surfaces of the old columns through chiseling so as to be connected with the cast-in-situ slab wall 32, and the old columns at the two ends of the roof girder 42 are detected and repaired so as to ensure that the bearing capacity meets the requirements of the roof girder 42.
The operation here is to make full use of the old.
In the sixth step, the cast-in-situ slab walls 32 on both sides of the old wall 31 are connected into a whole through the wall penetrating connecting rod or the wall penetrating stirrup, and the glue is injected into the wall hole penetrating the wall.
The purpose of the glue injection here is to ensure that the cast-in-place slab wall 32 is not loose from the old wall 31.
As shown in fig. 4, the integral rigid roof plate 41 is a truss floor carrier plate, anchor rods anchored into the truss floor carrier plate are welded in the roof main beams 42 and the roof sub-beams 43, and the anchor rods are arranged at intervals in a beam grid formed by the roof main beams 42 and the roof sub-beams 43. A section of concrete cast on top of the old wall 31 is cast together with the concrete of the integral rigid roof panel 41 and parapet wall and integrally connected with the concrete of the cast-in-place panel walls 32 on both sides of the old wall 31.
The truss floor slab is a semi-prefabricated floor slab, the bottom plate is a corrugated steel plate, truss ribs are anchored on the corrugated steel plate, a formwork is not needed when the truss floor slab is used, a reinforced concrete floor slab can be formed by pouring concrete above the truss floor slab, the bearing capacity is good, the truss floor slab is heavy, and the truss floor slab is usually used as a floor slab of a building instead of a roof slab.
As shown in fig. 5, the roof girder 42 is a variable section i-beam with a slope above it that coincides with the sloping roof of the old roof in the middle reinforcement area 1; therefore, no special slope is needed, the structural section and the bending moment distribution are perfectly combined, and the structural performance is fully exerted.
Reinforcing plates which are perpendicular to the web plates and are arranged at intervals along the length direction of the roof girder 42 are welded on the left side and the right side of the web plate of the roof girder 42, the web plate of the secondary girder is connected with the reinforcing plates through hinge joints, and the upper flange plate is propped against the upper flange plate of the roof girder 42.
The prestress plate 5 is a reinforced concrete slab with anchor bars or lines anchored at the ends to the integral rigid roof plate 41.
If the middle reinforcement area 1 is provided with a plurality of rooms, and a large-span single room needs to be built in the old building layout reconstruction process, the partition wall in the middle reinforcement area 1 is removed in the fourth step.
The reinforced concrete box has good rigidity and structural integrity, and the inner space is naturally suitable for being transformed into a large-span single room.
The above examples are only illustrative of the preferred embodiments of the present invention and are not intended to limit the scope of the present invention, and various modifications and improvements made by those skilled in the art to the technical solution of the present invention should fall within the scope of protection defined by the claims of the present invention without departing from the spirit of the present invention.
Claims (9)
1. An old building layout modification method for improving earthquake resistance without temporary support, which is used for ensuring that the earthquake resistance of an old building reaches the standard when the old wall (31) in the old building is all bearing and a part of the old wall (31) is required to be removed in layout modification, and is characterized in that: the reconstruction method comprises the following steps:
Step one: selecting one or more rooms in the middle of an old building, and marking the rooms as a middle strengthening area (1); the central reinforcing zone (1) fulfils the following conditions:
condition 1.1: the peripheral old wall (31) is surrounded to form a rectangular cylinder;
condition 1.2: rooms outside the middle strengthening area (1) are contacted with the middle strengthening area (1);
condition 1.3: all the positions of the middle strengthening area (1) are in the lifting range of the tower crane or the automobile crane;
step two: removing the roof of the middle strengthening area (1), and hanging required materials by the middle strengthening area (1) in the subsequent construction of the interior of the building;
Step three: the foundation of the middle strengthening area (1) is strengthened, so that the foundation is provided with a horizontal plate which is fixedly connected with the old wall (31) and buried underground;
Step four: a lintel is implanted above the old wall (31) to be dismantled, supporting columns are arranged at the two ends of the lintel, and then the old building layout is modified;
step five: dark columns (33) are implanted in the old wall (31) around the middle strengthening area (1), the dark columns (33) are arranged at intervals around the middle strengthening area (1), and the dark columns (33) are arranged at two ends of each roof girder (42) for follow-up construction;
step six: constructing cast-in-situ slab walls (32) on two sides of all old walls (31), wherein the cast-in-situ slab walls (32) are reinforced concrete slab walls fixedly connected with the old walls (31) into a whole, and the cast-in-situ slab walls (32) around the middle reinforcing area (1) are fixedly connected with hidden columns (33) into a whole;
Step seven: a roof girder (42) is arranged above the middle strengthening area (1), the roof girders (42) are arranged at intervals along the long edge of the middle strengthening area (1), and two ends of the roof girder are fixedly connected with dark columns (33) around the middle strengthening area (1); then, mounting roof sub-beams (43) between the roof main beams (42), wherein the roof sub-beams (43) and the roof main beams (42) are fixedly connected into beam grids;
Step eight: constructing an integrated rigid roof board (41) on a beam grid, wherein the integrated rigid roof board (41) is a reinforced concrete board which is connected with a hidden column (33) at the periphery of a middle reinforcing area (1) and a cast-in-situ slab wall (32) into a whole, and the structures of the top, the periphery and the bottom of the middle reinforcing area (1) enclose a rigid reinforced concrete box;
Step nine: a prestress plate (5) fixedly connected with an integrated rigid roof plate (41) is arranged in the roof around the middle strengthening area (1).
2. The old building layout modification method for improving earthquake-resistant performance without temporary support according to claim 1, wherein: in the third step, the foundation of the middle strengthening area (1) is strengthened in the following way:
If the old wall (31) at the periphery of the middle strengthening area (1) is provided with a ground beam (21), the section of the ground beam (21) is enlarged, the ground beam (21) is provided with buried plates (22), the buried plates (22) are arranged at intervals around the middle strengthening area (1) in a circle, and the dark columns (33) in the fifth step are arranged above the buried plates (22);
if the old wall (31) at the periphery of the middle reinforced area (1) is not provided with the ground beams (21), constructing raft boards below the middle reinforced area (1).
3. The old building layout modification method for improving earthquake-resistant performance without temporary support according to claim 1, wherein: in the fourth step, the lintel is a clamping beam (6) which is arranged in pairs and clamped at the left side and the right side of the old wall (31) to be dismantled; and the old wall (31) between each pair of clamping beams (6) is not reserved in the process of dismantling the old wall (31);
if constructional columns exist in the old walls (31) at the two ends of the lintel, the constructional columns are taken as bearing columns, and the two ends of the lintel are fixedly connected to the constructional columns;
If no constructional column exists in the old walls (31) at the two ends of the lintel, the bearing columns are newly constructed reinforced concrete columns, the bearing columns are arranged in pairs below the two ends of the paired clamping beams (6), one end of each pair of lintel is correspondingly provided with a pair of bearing columns, and stirrups of each pair of bearing columns penetrate through the old walls (31) to enable the bearing columns to be connected into a whole; during the old wall (31) removal process, the old wall (31) between each pair of bearing columns is retained.
4. The old building layout modification method for improving earthquake-resistant performance without temporary support according to claim 1, wherein: in the fifth step, old columns (33) in the old walls (31) at the periphery of the middle reinforcing area (1) are marked as old columns, the surfaces of the old columns are chiseled to expose reinforcing steel bars so as to be connected with the cast-in-situ slab wall (32), and the old columns at the two ends of the roof girder (42) are detected and repaired so as to ensure that the bearing capacity meets the requirements of the roof girder (42).
5. The old building layout modification method for improving earthquake-resistant performance without temporary support according to claim 1, wherein: in the sixth step, cast-in-situ slab walls (32) on two sides of the old wall (31) are connected into a whole through a wall penetrating connecting rod or a wall penetrating stirrup, and glue is injected into the wall hole penetrating the wall.
6. The old building layout modification method for improving earthquake-resistant performance without temporary support according to claim 1, wherein: the integrated rigid roof plate (41) is a truss floor support plate, anchor rods anchored into the truss floor support plate are welded in the roof main beam (42) and the roof secondary beam (43), and the anchor rods are arranged at intervals in a beam grid formed by the roof main beam (42) and the roof secondary beam (43).
7. The old building layout modification method for improving earthquake-resistant performance without temporary support according to claim 1, wherein: the roof girder (42) is a variable-section I-beam, and a slope consistent with the sloping roof of the old roof in the middle strengthening area (1) is arranged above the variable-section I-beam;
Reinforcing plates which are perpendicular to the web plates and are arranged at intervals along the length direction of the roof girder (42) are welded on the left side and the right side of the web plate of the roof girder (42), the web plate of the secondary girder is connected with the reinforcing plates through hinge joints, and the upper flange plate is propped against the upper flange plate of the roof girder (42).
8. The old building layout modification method for improving earthquake-resistant performance without temporary support according to claim 1, wherein: the prestress plate (5) is a reinforced concrete plate with anchor bars or anchor ropes of which the ends are anchored on the integrated rigid roof plate (41).
9. The old building layout modification method for improving earthquake-resistant performance without temporary support according to claim 1, wherein: if the middle strengthening area (1) is provided with a plurality of rooms and a large-span single room needs to be built in the old building layout reconstruction process, the partition wall in the middle strengthening area (1) is removed in the fourth step.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202411049921.7A CN118564101B (en) | 2024-08-01 | 2024-08-01 | A method for renovating the layout of old buildings without temporary support and improving earthquake resistance |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202411049921.7A CN118564101B (en) | 2024-08-01 | 2024-08-01 | A method for renovating the layout of old buildings without temporary support and improving earthquake resistance |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN118564101A CN118564101A (en) | 2024-08-30 |
| CN118564101B true CN118564101B (en) | 2024-11-12 |
Family
ID=92471331
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202411049921.7A Active CN118564101B (en) | 2024-08-01 | 2024-08-01 | A method for renovating the layout of old buildings without temporary support and improving earthquake resistance |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN118564101B (en) |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN119392971B (en) * | 2024-12-31 | 2025-05-13 | 北京市第三建筑工程有限公司 | Demolishing reconstruction construction method for truss support old building structure by adopting permanent combination |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113374295A (en) * | 2021-07-22 | 2021-09-10 | 中铁四局集团有限公司 | Old steel-wood structure roof truss dismantling and rebuilding construction method |
| CN117868556A (en) * | 2024-03-13 | 2024-04-12 | 北京建工四建工程建设有限公司 | Building dismantling and modifying support system taking building as bearing member |
Family Cites Families (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| RU2598615C1 (en) * | 2015-07-09 | 2016-09-27 | Павел Александрович Берковский | Method of reconstruction and vertical extension of buildings |
| CN214615596U (en) * | 2021-02-04 | 2021-11-05 | 江苏鼎达建筑新技术有限公司 | New and old wall body drawknot structure |
| CN221143682U (en) * | 2023-11-04 | 2024-06-14 | 中国建筑第七工程局有限公司 | Underpinning clamping beam structure for old house reconstruction |
-
2024
- 2024-08-01 CN CN202411049921.7A patent/CN118564101B/en active Active
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113374295A (en) * | 2021-07-22 | 2021-09-10 | 中铁四局集团有限公司 | Old steel-wood structure roof truss dismantling and rebuilding construction method |
| CN117868556A (en) * | 2024-03-13 | 2024-04-12 | 北京建工四建工程建设有限公司 | Building dismantling and modifying support system taking building as bearing member |
Also Published As
| Publication number | Publication date |
|---|---|
| CN118564101A (en) | 2024-08-30 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN107090925B (en) | Reinforced precast reinforced concrete shear wall, structural system and construction method thereof | |
| CN107503553B (en) | Fully assembled prestressed concrete frame anti-seismic energy-dissipating component system and construction method | |
| Saatcioglu et al. | The August 17, 1999, Kocaeli (Turkey) earthquake damage to structures | |
| US20160362867A1 (en) | Modular construction mold apparatus and method for constructing concrete buildings and structures | |
| CN105649360A (en) | Integral assembling type building system and installing method | |
| CN109267472B (en) | Prefabricated pile foundation bridge piers and construction methods thereof | |
| CN109944250B (en) | Foundation pit forward and backward combined construction method of non-permanent vertical supporting system | |
| CN107460972A (en) | A kind of assembled steel support frame Strengthened Masonry Walls load bearing wall and reinforced construction method | |
| CN108775084B (en) | Steel-concrete composite prefabricated beam and prefabricated column connection structure and construction method | |
| CN207017483U (en) | The full precast shear wall structural system of regenerative steel skeleton | |
| CN108104264A (en) | A kind of concrete frame-light gauge cold-formed steel shape mixed structure housing building system | |
| CN118564101B (en) | A method for renovating the layout of old buildings without temporary support and improving earthquake resistance | |
| CN112853935A (en) | Bridge tower with spatial diagonal bracing arranged between tower limbs and construction method | |
| RU2706288C1 (en) | Construction method | |
| CN114837483A (en) | High-low span portal steel frame building structure and construction process thereof | |
| CN108240053B (en) | Assembled integral energy-consumption frame wallboard system and construction method | |
| CN111305627B (en) | Concrete tank room construction method | |
| CN213061736U (en) | Cast-in-place construction fabricated combined support frame for concrete box girder | |
| CN218911772U (en) | Combined node of vertical transverse bearing members of assembled building wall, beam and plate | |
| CN112681511A (en) | Reinforced concrete structure construction method using section steel to replace part of reinforcing steel bars | |
| CN110359488A (en) | A kind of fender member of assembled underground structure and its connecting structure with arch sheet | |
| CN109736589B (en) | Construction method of lattice column force transmission component | |
| Bob | Rehabilitation of existing structures in seismic zones | |
| CN210032222U (en) | Steel-concrete combined shear wall | |
| CN207620107U (en) | A kind of concrete frame-light gauge cold-formed steel shape mixed structure housing building system |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |